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POST TENSION SLAB (OPTION) POST TENSION SLAB (CONT.) JUGENERAL
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<br />01 CONTRACTOR HAS THE OPTION OF PROVIDING A POST -TENSION SLAB SYSTEM IN LIEU OF THE MONOLITHIC 32 ALL FIELD ELONGATIONS SHOULD BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO CUTTING THE
<br />SLAB SYSTEM SHOWN IN THESE DRAWINGS. IF THE CONTRACTOR CHOOSES TO TAKE THIS OPTION, THE TENDON TAILS.
<br />CONTRACTOR MUST SUBMIT COMPLETE POST -TENSION DESIGN DRAWINGS WITH DETAILS, SIGNED AND
<br />SEALED BY AN ENGINEER REGISTER IN THE STATE WHERE THE PROJECT IS LOCATED, TO THE ARCHITECT AND 33 STRAND SHALL BE COATED WITH A PERMANENT RUST PREVENTATIVE COATING AND ENCLOSED WITHIN AN
<br />STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. EXTRUDED PLASTIC SHEATHING. FIELD TAPE ANY TEARS IN THE SHEATHING AND UP TO THE STRESSING
<br />ANCHORAGE PRIOR TO CONCRETE PLACEMENT.
<br />02 PROVIDE ALL NECESSARY BAR SUPPORT AND TIES IN ACCORDANCE WITH THE LATEST A.C.I. DETAILING
<br />MANUAL.
<br />03 PROVIDE 3/4" COVER TOP AND BOTTOM FOR POST -TENSION CABLE AND 3/4" COVER FOR MILD STEEL
<br />REINFORCEMENT.
<br />04 ADD HOOK LENGTHS TO BARS SHOWN THUS: L
<br />05 FREE MOVEMENT OF THE BEAMS IN THE FORM MUST BE INSURED DURING PRE -STRESSING
<br />06 REINFORCING LENGTH MAY VARY BY A MAXIMUM OF 3 INCHES TO ELIMINATE WASTE.
<br />07 HEIGHTS OF STRANDS ARE MEASURED FROM BOTTOM OF THE SLAB TO THE CENTERLINE OF STRAND, OR
<br />CENTROID OF STRAND GROUP.
<br />08 STRANDS MAY BE STRESSED WHEN CONCRETE ACHIEVES 75% OF THE REQUIRED 28 DAY STRENGTH.
<br />09 THE POST -TENSION CONTRACTOR SHALL PREPARE SHOP DRAWINGS AND STRESSING CALCULATIONS, BOTH
<br />CERTIFIED BY A PROFESSIONAL ENGINEER IN THE STATE OF THE PROJECT TO BE SUBMITTED TO THE
<br />ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL, PRIOR TO CONSTRUCTION. NO
<br />PLACEMENT OF TENDONS SHALL COMMENCE WITHOUT APPROVED DRAWINGS. REVIEW OF SHOP DRAWINGS
<br />IS FOR GENERAL DETAIL AND ARRANGEMENT ONLY. CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR
<br />DIMENSIONS AND FIT. THEIR APPROVAL BY THE STRUCTURAL ENGINEER AND ARCHITECT IS NOT TO BE
<br />CONSTRUED AS A WAIVER OF CONSTRUCTION CONTRACT REQUIREMENTS OR RESPONSIBILITIES, UNLESS THE
<br />CONTRACTOR HAS REQUESTED A DEVIATION IN WRITING.
<br />10 SHOP DRAWINGS ARE TO INDICATE STRAND SPACING, PROFILE, CHAIR HEIGHTS AND SPACINGS, STRESSING
<br />FORCES AND ANTICIPATED ELONGATION.
<br />11 POST -TENSION CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER AND ARCHITECT THREE (3)
<br />COPIES OF ELONGATIONS AND FORCES BOTH CALCULATED AND MEASURED, IMMEDIATELY AFTER WORK IS
<br />COMPLETE.
<br />12 THE FORCES SHOWN ON ANY DRAWING SHALL BE THE EFFECTIVE FORCES AT ANY POINT ALONG THE STRAND
<br />LINE AFTER ALL LOSSES HAVE OCCURRED.
<br />13 ALL FORM WORK SHORING MUST BE LEFT IN PLACE UNTIL STRESSING IS COMPLETED.
<br />14 A MINIMUM OF TWO STRANDS SHALL PASS THROUGH EACH COLUMN OR VERTICAL SUPPORT.
<br />15 ALL POCKETS REQUIRED FOR ANCHORAGES SHALL BE ADEQUATELY REINFORCED NOT TO DECREASE THE
<br />STRENGTH OF THE STRUCTURE. ALL POCKETS SHALL BE WATERPROOFED TO ELIMINATE WATER LEAKAGE
<br />THROUGH THE POCKET.
<br />16 TENDONS SHALL BE DRAPED TO A DOUBLE PARABOLIC PROFILE BETWEEN SUPPORTS AND SHALL CONFORM
<br />TO THE CONTROL POINTS SHOWN IN THE TENDON OR GROUP OF TENDONS. LOW POINTS ARE AT MID SPAN
<br />UNLESS OTHERWISE NOTED. ADEQUATE SUPPORT BARS AND CHAIRS SHALL BE FURNISHED TO ADEQUATELY
<br />HOLD THE TENDONS DURING THE CONCRETE PLACEMENT.
<br />17 IN ACCORDANCE WITH A.C.I., ALL CONCRETE SHALL BE PRE -STRESSED TO PROVIDE A MINIMUM AVERAGE
<br />COMPRESSIVE STRESS OF 100 PSI ON GROSS CONCRETE AREA, USING EFFECTIVE PRE -STRESS AFTER
<br />LOSSES. CONTRACTOR SHALL PROVIDE MINIMUM FORCE IN ALL CONCRETE WHETHER OR NOT SPECIFICALLY
<br />IDENTIFIED ON DRAWINGS.
<br />18 ALL DESIGN, MATERIAL, AND WORKMANSHIP FOR THE POST -TENSIONED SLAB ON GROUND SHALL CONFORM
<br />TO: "DESIGN AND CONSTRUCTION OF POST -TENSIONED SLABS -ON -GROUND" PUBLISHED BY THE
<br />P80ST-TENSIONING INSTITUTE.
<br />19 THIS SLAB -ON -GROUND DESIGN IS IN ACCORDANCE WITH ACCEPTABLE ENGINEERING PRACTICES FOR THE
<br />PROJECT SPECIFICALLY STATED ON THESE DRAWINGS. THESE DRAWINGS MAY NOT BE USED FOR ANY OTHER
<br />LOCATION.
<br />20 THE SLAB -ON -GROUND DESIGN SHALL BE DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL
<br />INVESTIGATION PERFORMED BY: FAULKNER ENGINEERING SERVICES DATED SEPTEMBER 24, 2007
<br />1. BEARING PRESSURE = 2,000 PSF
<br />2. SUBGRADE MODULUS =150 PCI
<br />21 THE DESIGN SHALL BE ONLY APPLICABLE IF THE SUPPORTING SOILS ARE PREPARED IN ACCORDANCE WITH
<br />THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT.
<br />22 THIS SLAB -ON -GROUND SHALL BE DESIGNED TO CONTROL TEMPERATURE AND SHRINKAGE CRACKS. INITIALLY,
<br />IT MAY SUSTAIN SHRINKAGE AND TEMPERATURE CRACKS DURING NORMAL CONCRETE CURING.
<br />23 FINAL GRADE AND A REASONABLY UNIFORM MOISTURE CONTENT SHALL BE MAINTAINED FOR THE LIFE OF THE
<br />STRUCTURE, INCLUDING DURING CONSTRUCTION.
<br />24 SUBGRADE PREPARATION SHALL BE AS DEFINED AS NOTED IN THE SOIL REPORT.
<br />25 A CONTINUOUS 6 MIL POLYETHELENE SHEET SHALL BE PROVIDED BELOW THE SLAB -ON -GROUND (USE 12"
<br />LAPS).
<br />26 ALL DIMENSIONS, BRICKLEDGES, DROPS, OFFSETS, OPENINGS, INSERTS, ETC., SHALL BE FIELD VERIFIED W
<br />ARCH./ STRUCTURAL PLANS PRIOR TO THE PLACEMENT OF THE SLAB -ON -GROUND.
<br />27 ALL CONCRETE SHALL COMPLY WITH ACI-318 AND HAVE A MAXIMUM SLUMP OF 4" AND HAVE A MINIMUM
<br />SPECIFIED 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI. CALCIUM CHLORIDE OR ANY ADMIXTURES
<br />CONTAINING CALCIUM CHLORIDE SHALL NOT BE USED.
<br />28 CONCRETE SHALL BE WELL CONSOLIDATED, ESPECIALLY IN THE VICINITY OF POST -TENSIONING ANCHORAGES.
<br />FORMS SHALL BE STRIPPED WITHIN 5 DAYS OF CONCRETE PLACEMENT, BUT NO LESS THAN 24 HOURS.
<br />29 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 AND BE INSTALLED PER ACI-318. ALL
<br />REINFORCING SHALL BE SECURED AND SUPPORTED TO SUFFICIENTLY MAINTAIN THEIR POSITIONS UNTIL THE
<br />CONCRETE HAS CURED.
<br />30 WHERE REINFORCING STEEL IS SHOWN IN EXTERIOR BEAMS, PROVIDE MATCHING CORNER BARS LAPPED A
<br />MINIMUM OF 30 BAR DIAMETERS.
<br />34 FULLY STRESSED TENDONS SHALL BE CUT 1" WITHIN THE FACE OF THE CONCRETE. AFTER THE TENDON TAILS
<br />HAVE BEEN CUT OFF, A RUST PREVENTATIVE MATERIAL SHALL BE COATED ON THE EXPOSED ANCHOR AND
<br />TAIL. THE STRESSING POCKETS SHALL THEN BE FILLED WITH A STIFF, NON -SHRINK GROUT.
<br />35 SEE STRUCTURAL DRAWINGS FOR ATTACHMENT OF STUD WALLS TO FOUNDATION. INTERIOR FOOTINGS SHALL
<br />BE CENTERED UNDER LOAD BEARING WALLS TO DISTRIBUTE LOAD EVENLY TO FOUNDATION. SEE
<br />STRUCTURAL DRAWINGS FOR DIMENSIONS.
<br />36 THESE SLABS SHALL BE DESIGNED USING THE PROPERTIES OF THE ABOVE REFERENCED GEOTECHNICAL
<br />REPORT. ENGINEER OF RECORD IS NOT RESPONSIBLE FOR DIFFERENTIAL SETTLEMENT, SLAB CRACKING, OR
<br />OTHER FUTURE DEFECTS RESULTING FROM UNREPORTED CONDITIONS, OR CONDITIONS VARYING FROM
<br />THOSE SPECIFIED IN GEOTECHNICAL REPORT.
<br />01 THESE STRUCTURAL PLANS HAVE BEEN PREPARED IN ACCORDANCE WITH THE APPLICABLE STRUCTURAL
<br />CHAPTERS OF THE 2007 FLORIDA BUILDING CODE (FBC). ALL WORK SHALL BE PERFORMED IN ACCORDANCE
<br />WITH THIS CODE AND ALL LOCAL REQUIREMENTS.
<br />02 DESIGN LOADS:
<br />A. SEE DESIGN CRITERIA ON STRUCTURAL DRAWING S4.01.
<br />B. FLOOR LIVE LOADS HAVE BEEN REDUCED IN ACCORDANCE WITH CODE FOR GIRDERS AND COLUMNS.
<br />C. WIND LOAD: SEE REQUIRED DESIGN WIND PRESSURES ON STRUCTURAL DRAWINGS.
<br />D. COMPONENTS AND CLADDING: SEE REQUIRED DESIGN WIND PRESSURES ON STRUCTURAL DRAWINGS
<br />E. DESIGN ROOF SNOW LOAD: N/A
<br />F. SEISMIC: N/A
<br />03 ALL WORK SHALL BE COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING
<br />DRAWINGS. CONFLICTS IN DIMENSION AND INTERFERENCE SHALL BE DIRECTED TO THE ARCHITECT PRIOR TO
<br />CONSTRUCTION OF WORK.
<br />04 THE CONTRACTOR SHALL CHECK THE BUILDING LOCATIONS WITH REGARD TO PROPERTY LINE AND VERIFY
<br />ALL EXISTING CONDITIONS PRIOR TO EXCAVATION AND SHOP DRAWING PREPARATION. NOTIFY THE
<br />ARCHITECT / ENGINEER OF ANY DISCREPANCIES.
<br />05 IN CASE OF CONTRADICTION BETWEEN THE DRAWINGS, THE SPECIFICATIONS AND THE CODES, OR IF ANY
<br />CHANGE IS REQUIRED, THE CONTRACTOR SHALL INFORM THE ENGINEER IMMEDIATELY. NO CHANGE SHALL BE
<br />MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT / ENGINEER.
<br />06 REFER TO SHEET S4.00 FOR FRAMING GENERAL NOTES
<br />® FOUNDATION PREPARATION CONCRETE
<br />01 FOUNDATIONS HAVE BEEN DESIGNED TO AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF BASED ON A
<br />GEOTECHNICAL REPORT BY FAULKNER ENGINEERING SERVICES DATED SEPTEMBER 24, 2007. SHOULD
<br />CONDITIONS VARY FROM THE ASSUMED, THE ARCHITECT SHALL BE NOTIFIED BEFORE CONTINUATION OF
<br />WORK.
<br />02 ALL FOOTINGS SHALL BE PLACED DIRECTLY ON VIRGIN SOIL, OR CERTIFIED COMPACTED FILL.
<br />03 CONCRETE FOR FOUNDATIONS:
<br />A 28 DAY COMPRESSIVE STRENGTH FOR CONCRETE SHALL BE AS FOLLOWS:
<br />FOOTINGS 3000 PSI
<br />SLAB ON GRADE 3000 PSI
<br />WALLS 3500 PSI
<br />B MAXIMUM CONCRETE SLUMP SHALL BE 4".
<br />C SLAB ON GRADE SHALL BE 4" THICK WITH WWF 6 x 6 -W1.4 x W1.4. SLAB SHALL BE FINISHED IN
<br />ACCORDANCE WITH ACI STANDARD 302 FOR CLASS 2 FLOORS. IN LIEU OF WWF, SLAB ON GRADE MAY
<br />CONSIST OF FIBER REINFORCED CONCRETE ACI 544.2R-89.
<br />D ALL CONCRETE SHALL BE MIXED, TRANSPORTED AND PLACED IN ACCORDANCE WITH ACI STANDARDS
<br />318, 304 AND 301.
<br />E ALL REINFORCING BARS SHALL BE OF BILLET STEEL CONFORMING TO ASTM A615, GRADE 60.
<br />F ALL WELDED WIRE MESH SHALL CONFORM TO ASTM Al85.
<br />G ALL VERTICAL SURFACES OF CONCRETE SHALL BE FORMED FOR WALLS AND FOOTINGS.
<br />H REINFORCING STEEL SHALL BE PLACED TO PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER:
<br />SLAB ON GRADE 1-1/2"
<br />WALLS 2"
<br />FOOTINGS 3"
<br />I GRADE BEAMS SHALL BE FORMED ON SIDES.
<br />04 ALL FILL SHALL BE PLACED IN 12 INCH LOOSE LIFTS (MAXIMUM) COMPACTED WITH VIBRATORY ROLLERS. FILL
<br />MATERIAL SHALL BE TESTED BY MODIFIED PROCTOR DENSITY METHOD (ASTM D1557) AND MUST QUALIFY AS
<br />SELECT, WITH LESS THAN 12% PASSING THROUGH THE NO.200 SIEVE. SOIL SHALL BE PLACED WITH MOISTURE
<br />CONTENT AND ENERGY TO PROVIDE 95% OF MAXIMUM DRY DENSITY BELOW SLABS ON GRADE. THE UPPER
<br />1-FOOT BELOW PAVEMENTS SHOULD BE COMPACTED TO 98% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY.
<br />IN PLACE DENSITY TESTS SHALL BE TAKEN FOR EACH 10,000 S.F. IN EACH LIFT. FOR ACCEPTANCE OF SOIL,
<br />AVERAGE OF DENSITY TESTS MUST EXCEED THE SPECIFIED COMPACTION. NO TESTS SHALL BE PERMITTED
<br />TO FALL BELOW 90% COMPACTION.
<br />05 ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF T-6" BELOW FINAL GRADE WHEN BEARING ON SOIL,
<br />UNLESS NOTED OTHERWISE ON THE FOUNDATION DRAWINGS.
<br />06 WHERE NECESSARY, FOOTING STEPS SHALL BE CONSTRUCTED AT MAXIMUM SLOPE OF 1 VERTICAL TO 2
<br />HORIZONTAL.
<br />07 WHERE ROCK OUTCROPPINGS ARE ENCOUNTERED IN A BUILDING FOUNDATION BEARING ON SOIL, SUCH
<br />OUTCROPPING OR INTERFERENCE SHALL BE REMOVED TO A DEPTH 12 INCHES BELOW BOTTOM OF FOOTING
<br />AND REPLACED WITH CLEAN GRANULAR MATERIAL CONTAINING LESS THAN 5% SILT, COMPACTED TO 95%
<br />DENSITY PER MODIFIED PROCTOR METHOD. MAINTAIN A MINIMUM COVER OF V-6" TO BOTTOM OF CONCRETE.
<br />08 WHERE SOLID UNFRACTURED ROCK IS ENCOUNTERED FOR A WALL LENGTH OF AT LEAST 25 FEET, WALLS MAY
<br />BE POURED WITHOUT FOOTINGS BY TRENCHING 6 INCHES INTO THE ROCK AND PINNING THE WALL TO ROCK
<br />WITH #6 x T-0" LONG DOWELS AT 2'-8" ON CENTER, GROUTED INTO ROCK, EXTENDING V-6" INTO ROCK. NO
<br />FROST PROVISIONS ARE REQUIRED FOR THIS DETAIL. PROVIDE CONTROL JOINT IN WALL AT ANY TRANSITION
<br />BETWEEN ROCK BEARING AND SOIL BEARING CONDITIONS.
<br />09 EXCAVATIONS SHALL BE DEWATERED TO A DEPTH OF AT LEAST 2 TO 3 FEET BELOW THE BOTTOM OF THE
<br />EXCAVATIONS TO ALLOW INSTALLATION OF FOOTINGS IN DRY ATMOSPHERE.
<br />10 DIFFERENTIAL BACKFILL AGAINST FOUNDATION WALLS SHALL NOT EXCEED FOUR FEET UNTIL TOP BRACING
<br />OR FRAMEWORK HAS BEEN IN PLACE FOR A MINIMUM OF THREE DAYS. CANTILEVERED RETAINING WALLS MAY
<br />BE BACK -FILLED WITHIN 14 DAYS OF CONCRETE PLACEMENT, BUT IN NO CASE SHALL DIFFERENTIAL OF
<br />BACKFILL, BETWEEN OPPOSITE SIDES OF THE WALL, EXCEED THE FINAL DESIGN DIFFERENTIAL.
<br />11 ALL BOTTOM OF FOOTING ELEVATIONS ARE SUBJECT TO CHANGE UPON INSPECTION OF SOIL CONDITION.
<br />ELEVATION OF ADJACENT FOOTINGS SHALL VARY ON A SLOPE NOT STEEPER THAN ONE VERTICAL TO TWO
<br />HORIZONTAL.
<br />12 THE CONTRACTOR SHALL NOTIFY THE ENGINEER WHERE BOTTOM OF FOOTING ELEVATION IS CHANGED AND
<br />OBTAIN REVISED DESIGN OF THE FOUNDATION AND RETAINING WALLS AS REQUIRED.
<br />13 A MINIMUM 6-MIL POLYETHYLENE VAPOR BARRIER BETWEEN THE BOTTOM OF THE FLOOR SLAB AND THE TOP
<br />OF THE COMPACTED SUBGRADE SHALL BE INSTALLED.
<br />01 ALL CONCRETE WORK TO COMPLY WITH ACI 301 AND 304 RECOMMENDED PRACTICE FOR MEASURING,
<br />MIXING, TRANSPORTING AND PLACING CONCRETE.
<br />02 EXTEND BOTTOM OF ALL FOUNDATIONS AT PERIMETER OF BUILDING 12" MINIMUM BELOW FINISHED GRADE,
<br />U.N.O.
<br />03 MINIMUM CONCRETE STRENGTH SHALL BE 3000 PSI AFTER 28 DAYS, U.N.O. PROVIDE TEST REPORTS ON
<br />EACH BUILDING TO THE OWNER AND THE ARCHITECT.
<br />04 PROVIDE STEEL TROWEL FINISH FOR ALL INTERIOR SLAB AREAS. PROVIDE BROOM FINISH TEXTURE FOR ALL
<br />EXTERIOR SLAB AREAS U.N.O. ALL HANDICAPPED RAMPS SHALL BE BROOM FINISHED PERPENDICULAR TO
<br />THE SLOPE.
<br />05 PROVIDE CONCRETE SLAB FOR AIR CONDITIONER COMPRESSOR AS REQUIRED BY EQUIPMENT
<br />MANUFACTURER. COORDINATE PLACEMENT OF SLAB WITH FINISH GRADING AT COMPRESSOR LOCATION.
<br />06 ALL SIDEWALKS SHALL SLOPE AWAY FROM BUILDING.
<br />SUBMITTALS
<br />01 THE FOLLOWING ITEMS REQUIRE SUBMITTAL OF SHOP AND ERECTION DRAWINGS FOR REVIEW: (IF
<br />APPLICABLE)
<br />A REINFORCING STEEL FOR CAST -IN -PLACE CONCRETE
<br />B CONCRETE DESIGN MIXES
<br />02 THE FOLLOWING ITEMS REQUIRE SUBMITTAL OF SHOP AND ERECTION DRAWINGS AND STRUCTURAL
<br />CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THIS
<br />PROJECT:
<br />A STEEL STAIRS
<br />B TIMBER TRUSSES AND/OR WOOD I -JOISTS, STRUCTURAL AND TIMBER FABRICATIONS
<br />C PRE -STRESSING TENDONS
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<br />11=III= Oki / ENGINEERING
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<br />FL CofA #7992
<br />5728 Major Blvd., Suite 603, Orlando, FL 32819
<br />Tel. (407) 354-5411 Fax (407) 354-3466
<br />Web Site: www.mgmdaren.com
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<br />ARCHITECTURE &
<br />INTERIOR DESIGN, INC.
<br />PLANNING I ARCHITECTURE I INTERIOR DESIGN
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<br />c 745 orienta avenue, suite 1121
<br />m altamonte springs, tl 32701
<br />f phone: 407.830.1400
<br />05 fax: 407.830.4143
<br />AA0002731
<br />www.forumarchitecture.com
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<br />Fort King
<br />Colony
<br />Apartments
<br />City of Zephyrhills, FL
<br />SET DISTRIBUTIONS:
<br />EDITED BY: JT
<br />z PROJECT NO. 10-2651
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<br />General Notes -
<br />Structural
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<br />z 31 PRESTRESSING STEEL: PRESTRESSING STEEL USED IN TSI MONOSTRAND UNBONDED POST -TENSIONING OF
<br />TENDONS SHALL BE 7-WIRE STRAND AND BE CLEAN AND FREE FROM CORROSION. STEEL WILL CONFORM TO "d. R10t.•' :5
<br />ASTM A-416, GRADE 270 LOW RELAXATIONU.
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